Undertow reduction system for shoreline protection
BACKGROUND OF THE INVENTION 
     This invention relates to a method for artificially reducing the strength of the nearbottom offshore directed current inside the surfzone thereby promoting sand accretion on the beach. 
     Beach erosion is a significant problem throughout the industrialized world. Although there can be a variety of causes, beach erosion can often be traced back to the construction of dams and flood control structures which cut off the natural supply of sand to the beach. This results in a gradual reduction of beach width, first manifesting itself near the mouth of the affected river or stream, and slowly spreading down coast. Eventually beaches become so narrow that winter storm waves begin to directly threaten beachfront structures. 
     Traditional beach erosion solutions have included seawalls, groin fields, offshore breakwaters and artificial beach nourishment. With the exception of seawalls, these solutions act to widen the beach, either by increasing the sand supply (beach nourishment), or slowing the rate of longshore sand transport (groins and offshore breakwaters). Seawalls simply shield the shoreward property from wave action, while doing nothing to address the ongoing beach erosion problem. In addition, all of these approaches are expensive and time consuming to construct. 
     The present invention seeks to limit beach erosion by altering the nearbottom velocity field within the surfzone thereby promoting onshore sand transport and widening the beach. 
     SUMMARY OF THE INVENTION 
     Accordingly, it is the object of the present invention to provide a method and apparatus for promoting sand accretion on the beach by utilizing a piping system in the surfzone that reduces the nearbottom or &#34;undertow&#34; current and thereby promote sand accretion on the beach. 
     More specifically, the method and apparatus of the present invention includes a plurality of parallel intake pipes located in the surfzone and positioned and arranged to capture a portion of the incoming and outgoing surfzone fluid in such a way that the sequestered surfzone fluid returns by way of the piping system, thereby reducing the quantity and velocity of surfzone fluid returning by normal means (i.e. outside the pipes) and lessening the migration of sand to the sea. 
     &#34;Wave setup&#34;, as shown in FIG. 1, is the difference in elevation between the time-averaged water level, in the presence of waves, and the still water level. Under natural conditions, the wave setup contributes to the formation of a vertical circulation pattern inside the surfzone. Above the wave troughs, there is an onshore flow of water associated with the wave bores. Beneath the wave troughs, there is a corresponding return flow of water termed the &#34;undertow&#34;. Increasing the height of the incident waves causes a corresponding increase in the strength of the undertow. The wave setup is the driving force which propels sequestered water through the undertow reduction system to be discharged offshore. Laboratory experiments have shown that if water is extracted from the inner portion of the surfzone there is a corresponding decrease in the undertow strength. This phenomena, which forms the basis for the undertow reduction system, has an important consequence on the cross-shore sediment transport. 
     The transport of sediment in the cross-shore direction is governed by a dynamic balance between the wave velocity asymmetry, the undertow and the downslope component of gravity. The wave velocity asymmetry accounts for the more intense onshore motion under a wave crest, and tends to move sediment onshore. Both the undertow and the downslope component of gravity act to move sediment offshore. Under small wave conditions, the wave velocity asymmetry dominates and the beach accretes. Under large wave conditions, the undertow dominates and the beach erodes. Accordingly, the purpose of the undertow reduction system is to reduce the undertow, increasing the tendency towards onshore sand movement. Over time, this causes a net increase in the width of the natural beach. 
    
    
     BRIEF DESCRIPTION OF THE DRAWINGS 
     FIG. 1 is a cross sectional view of the present invention showing the present invention located in the surfzone. 
     FIG. 2 is a top view taken along line 2--2 of FIG. 1 of the present invention showing the intake pipes, manifold and discharge pipes located in the surfzone. 
     FIG. 3 is a detailed cross sectional view taken along section 3--3 of FIG. 2 showing the intake pipes, openings, screening material, manifold arms and manifold span. 
    
    
     DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENT 
     As shown in FIGS. 1 and 2, undertow reduction system 4 is located in the surfzone and includes a plurality of parallel intake pipes 6, manifold 12 and discharge pipes 18. Manifold 12 includes a plurality of arms 14 and manifold span 16. Intake pipes 6 are attached substantially perpendicular to arms 14 so that when manifold 12 is in position in the surfzone, perforations or openings 8 (see FIG. 3) in intake pipes 6 will extend above sand surface 20. In this way, intake pipes 6 may receive the undulating surfzone fluid in the surfzone and act as a conduit for first conveying water flow to manifold 12 and then to discharge pipes 18 for final delivery to open water offshore. Water flow in the undertow reduction system is naturally driven by the wave setup (see FIG. 1) which is produced by the shoreward flux of wave-driven momentum. The greater the wave setup, the greater the hydraulic head available to propel sequestered water through undertow reduction system 4 and offshore through outfalls 22. It should be noted that openings 8 may be covered by screening means 10, shown in FIG. 3 for preventing sand and other debris from entering undertow reduction system 4. Screening means 10 may be of any conventional type such as a wire mesh or gravel filled bag. In the preferred embodiment, screening means 10, consists of wire mesh with 50 micron openings wrapped around intake pipes 6 and secured by wire (not shown). 
     Intake pipes 6 are arranged in groups of 3 at each location of arms 14; arms 14 being spaced, approximately 60 inches apart along the length of manifold 12, substantially as shown in FIGS. 1, 2 and 3. All conduit inside dimensions are sized to produce minimal headlosses on the order for example of approximately 0.65 feet. 
     In the preferred embodiment, intake pipes 6 are approximately 4 inches in inside diameter and approximately 48 inches long and extend approximately 18 inches above sand surface 20 when in operation. It should be noted that intake pipes 6 must extend sufficiently above sand surface 20 to minimize fouling by sand and debris but must also be capable to receive water in the surfzone. 
     Approximately 125 openings 8, are randomly provided in intake pipe 6. Each opening or perforation is approximately 1/2 inch in diameter and extends from the outer surface of intake pipe 6 to the inner surface of intake pipe 6 thereby allowing water to flow from the surfzone to the inner regions of undertow reduction system 4. 
     Manifold span 16 is approximately 14 inches in inside diameter and approximately 60 feet long between discharge pipes 18. Manifold arms 14 are approximately 4 inches in inside diameter and approximately 60 inches long. Discharge pipes 18 are approximately 24 inches in inside diameter and approximately 150 feet long, the length dependent on the beach characteristics such as cross-shore location of the breakpoint and beach slope. The undertow reduction system may be fabricated from PVC pipe, stainless steel or other suitable material. It should be noted that the size and placement of the undertow reduction system may vary substantially depending on the amount of surfzone fluid desired to be sequestered, the amount of beach desired to be protected, the beach characteristics, and the strength of the surfzone fluid. The preferred embodiment was designed for a beach with a slope of 1/50 and a significant wave height of 3 feet. 
     Placement of the intake pipes 6 should be in the inner surfzone approximately at the still water line for high tide. Manifold span 16, manifold arms 14, and discharge pipes 18 are buried approximately 30 inches below sand surface 20. Outfall 22 is located approximately at the breakpoint of the design waves. 
     Obviously many modifications and variations of the present invention are possible in the light of the above teachings. It is therefore to be understood that within the scope of the appended claims, the invention may be practiced otherwise than as specifically described.